Design of a 9-storey residential building at different levels

Contents

Introduction

Summary

1. Feasibility Study for Design Option Selection

1.1 General provisions

1.2 Calculation of estimated cost of construction and installation works

1.3 Calculation of capital investments for the purchase of construction equipment

1.4 Characteristics of the main design solutions

2. Architectural and construction section

2.1 General part

2.2 General characteristics of the building

2.3 Space planning solutions

2.3.1 Foundations

2.3.2 Exterior walls

2.3.3 Exterior Finishes

2.3.4. Partitions

2.3.5 Floors and coverings

2.3.6 Interior Finishes

2.3.7 Floors

2.3.8 Windows and doors

2.3.9 Kitchens

2.3.10 Bathrooms and sanitary units

2.3.11 Stairwell

2.3.12 Elevators

2.3.13 Heating

2.3.14 Water supply

2.3.15 Sewerage

2.3.16 Power supply

2.3.17 Garbage duct

2.4 Technical and economic indicators

2.5 Climatic characteristics of Orel

2.6 Heat Engineering Calculation

2.6.1 General provisions

2.6.2 Outer Wall Calculation

2.6.3 Calculation of thickness of attic insulation

2.6.4 Determination of heat absorption index of floor surface

2.7 Development Master Plan Decision

3. Design Section

3.1 Calculation of reinforced concrete strip pedestals of pile foundations

3.1.1 Calculation of reinforced concrete strip pedestals of pile foundations for external walls

Calculation of transverse rods

Calculation for push-through

3.2.1 Calculation of reinforced concrete strip pedestals of pile foundations for internal walls

3.2.2 Calculation of transverse rods

3.2.3 Calculation for push-through

3.3.1 Calculation of precast reinforced concrete march

3.3.2 Determination of loads and forces

3.3.3 Preliminary assignment of dimensions of the cross section of the march

3.3.4 Calculation of inclined section for transverse force

3.4.1. Calculation of reinforced concrete slab

3.4.2. Define Loads

3.4.3 Calculation of the plate shelf

3.4.4 Calculation of frontal edge

3.4.5 Calculation of inclined cross section of frontal rib for transverse force

3.5 Calculation of multi-stop slab

3.5.1 Calculation by limit states of the first group

3.5.2 Calculation of multi-stop plate by limit states of the second group

3.5.3 Pre-stress loss of valves

3.5.4 Calculation by crack formation,

normal to longitudinal axis

3.5.5 Calculation of plate deflection

4. Foundations and foundations

4.1 General provisions

4.2 Engineering and geological conditions of the construction site

4.3 Measures to reduce deformations due to frost straining forces

4.4 Measures for the period of operation of buildings and structures for soil protection based on excess water saturation

4.5 Technical Instructions for Construction of Pile Foundations

4.6 The solution and geo-ecological approach to the problem of the adjacent foundations are applied

5. Construction production technology

5.1 General provisions

5.2 Earthworks

5.3 Piling Procedure

5.4 Technology of erection of cast-in-situ reinforced concrete pile

5.5 Safety precautions during works

5.6 Reinforcement of cast-in-situ reinforced concrete pile

5.7 Concreting

5.8 Concrete mix supply and distribution equipment

5.9 Laying of concrete mixture

5.10 Quality control and acceptance of works

5.11 Compaction of concrete mixture

5.12 Features of concrete works at negative temperatures

5.13 Installation of wall foundation blocks

5.14 Layered masonry

5.15 Floor slabs

5.16 Installation works

5.17 Stone works

5.18 Roof

5.19 Requirements for roofing

5.20 Insulation Layer Requirements

5.21 Operational quality control of construction works

5.22 Determination of crane parameters

6. Economy and organization of construction

6.1 Determination of estimated construction cost

6.2 Determination of estimated cost in local and object estimates

7. Occupational and environmental protection

7.1 Analysis of hazardous and harmful factors

7.2 Safety features during construction

7.3 Occupational safety of excavator drivers

7.3.1 Safety requirements before starting operation

7.3.2 Safety requirements during operation

7.3.3 Safety requirements in emergency situations

7.3.4 Safety requirements upon completion of operation

7.4 Occupational safety of masons

7.4.1 Safety requirements before starting operation

7.4.2 Safety requirements during operation

7.4.3 Safety requirements in emergency situations

7.4.4 Safety requirements upon completion of operation

7.5 Ensuring fire safety

7.6 Environmental protection measures

7.7. Lighting Calculation

7.7.1. Temporary lighting

7.7.2 Calculation of searchlight of the construction site

7.7.3 Calculation of searchlight of construction area by method of light flux

7.7.4 Calculation of site searchlight by specific power method

Summary

The diploma project on the topic: "The project of a residential 9-storey building at different levels in Orel" is presented in the form of a graphic part and an explanatory note. The graphic part consists of 14 sheets, including: feasibility study, master plan, facades, standard floor plans, section, fragments of the 1st floor plan, pile plan, foundation sections, work flow diagrams, construction plan.

The calculation and explanatory note reflects issues on architecture, structures, foundations and foundations, technology of construction production, economics and organization of construction, as well as issues of labor and environmental protection.

Introduction

The housing problem was and remains one of the most important problems for the Russian Federation and the Oryol region in particular. The only correct way to overcome the real problem is the intensive construction of multi-storey residential buildings .

Construction, being a material-intensive, labour-intensive, capital-intensive, energy-intensive and knowledge-intensive production, contains a solution to many local and global problems, from social to environmental.

Construction organizations have an urgent need for large volumes of construction and installation work involving free labor resources, especially from among unemployed citizens.

In connection with the aggravated environmental problems, it is extremely important to use the natural conditions of the construction site as rationally as possible.

A diploma project on the topic: "The project of a residential 9-storey building at different levels in Orel" reveals the possibilities of designing buildings that are most rationally inscribed in natural conditions .

Geoecological construction proposes and justifies the incorporation of building foundations into the natural geological environment, without disturbing the general ecosystem and thereby aims to preserve natural landscapes and differs from the traditional incorporation of engineering structural systems into the geomorphological environment of the construction site. This predetermines the mass transfer system of the erected structure to the geoecological environment.

In addition, this favors and ensures the geoecological protection of the base and contributes to the rational development of underground space.

The problems raised in this diploma project were covered by the author in scientific papers in 1999 and 2000.

Characteristics of the main design solutions

The building is designed arceless, the walls of a residential 9-storey building made of silicate brick with insulation. The floor and covering are made of reinforced concrete multi-pillar slabs.

The foundations of a residential building are provided for the following types:

I variant - monolithic;

The II version is made of prefabricated reinforced concrete driven piles with a monolithic reinforced concrete pedestal .

Architectural and construction section

2.1 General part

The main purpose of architecture is to create a favorable and safe living environment for a person, the nature and comfort of which was determined by the level of development of society, its culture, and the achievements of science and technology. This life environment is embodied in buildings that have internal space, complexes of buildings and structures that organize external space: streets, squares and cities.

In the modern sense, architecture is the art of designing and building buildings, structures and their complexes. It organizes all life processes. At the same time, the creation of a production architecture requires a significant amount of public labor and time. Therefore, the requirements for architecture, along with functional expediency, convenience and beauty, include requirements for technical expediency and economy. In addition to the rational layout of the premises, corresponding to certain functional processes, the convenience of all buildings is ensured by the correct distribution of stairs, elevators, equipment and engineering devices (sanitary appliances, heating, ventilation). Thus, the shape of the building is largely determined by the functional pattern, but at the same time it is built according to the laws of beauty .

Cost reduction in construction is carried out by rational space-planning solutions of buildings, correct selection of construction and finishing materials, design facilitation, improvement of construction methods. The main economic reserve in urban planning is to increase the efficiency of land use.

2.2 General characteristics of the building

3-section 9-storey residential building has height differences of vertical elevations within each section .

This is caused by the geological situation of the construction site .

The building has 4 approaches, each of which is equipped with a passenger elevator, as well as a garbage truck .

Quantitative and qualitative composition of designed apartments:

1-room: 20 apartments;

2-room: 44 apartments;

3-room: 63 apartments;

4-room: 8 apartments.

A total of 135 apartments .

Total apartment areas: from 49.16 m2 to 110.43 m2 .

2.3 Space planning solutions

2.3.1 Foundations

Pile foundations are designed for the residential building. A monolithic reinforced pedestal is designed according to the pile base. The foundation is made of prefabricated concrete blocks.

2.3.2 Exterior walls

External walls are designed in the form of multilayer masonry made of silicate brick according to GOST 37995. Insulation - mineral wool slabs.

2.3.3 Exterior Finishes

External finishing is carried out without plastering the surfaces. Masonry of the outer layer of the multi-layer wall structure is performed with stitching.

2.3.4 Partitions

Partitions in the rooms are designed from silicate brick according to GOST 37995 with a thickness of 88 mm, and in bathrooms and bathrooms made of ceramic brick according to GOST 53095 with a thickness of 65 mm.

2.3.5 Floors and coverings

Floors and coatings are designed from typical prefabricated hollow reinforced concrete slabs with preliminary reinforcement stress. The use of prefabricated slabs and coatings increases the construction speed of buildings.

2.3.6 Interior Finishes

Interior decoration: in apartments, walls are glued with wallpaper after plastering brick walls. Kitchens are glued with washable wallpaper, and sections of walls above sanitary appliances are lined with glazed tiles. In sankabins floors made of ceramic tiles. Walls and ceilings are painted with adhesive paint in 2 times to a height of 2.1 m and the panel is made by painting with enamels in 2 times.

2.3.7 Floors

Floors in residential rooms meet the requirements of strength, resistance to wear, sufficient elasticity, noiselessness, convenience of cleaning. Flooring in apartments is made of linoleum on heat-insulating base. Floors in bathrooms and sanitary units are made of ceramic tiles. Bracing is made of cement sand mortar.

2.3.8 Windows and doors

Windows and doors are accepted according to GOST 2316678 * in accordance with the room area. All living rooms have natural lighting. Rooms in apartments have separate entrances. To ensure quick evacuation, all doors open outside in the direction of traffic on the street based on the conditions for evacuating people from the building in case of fire. Door boxes are fixed in openings to unsepted wooden plugs laid in masonry during masonry of walls. Doors are equipped with handles, latches and tie-in locks .

2.3.9 Kitchens

Kitchens are equipped with natural exhaust ventilation.

Kitchens are equipped with a gas stove and a sanitary and technical device - a wash.

2.3.10 Bathrooms and sanitary units

Bathrooms and sanitary units are equipped with natural exhaust ventilation.

Bathrooms and sanitary units are finished with ceramic tiles to a height of 2.1 m from the floor level.

2.3.11 Stairwell

The stairwell is planned as an internal day-to-day operation, made of prefabricated reinforced concrete elements. Two-march staircase resting on staircases. Slope of stairs 1:2. From the stairwell there is access to the roof through a metal staircase equipped with a fire-resistant door. The stairwell has artificial and natural lighting through window openings. All doors along the stairwell and in the vestibule open towards the exit from the building according to fire safety conditions. The stairs fencing is made of metal links, and the handrail is lined with plastic.

2.3.12 Elevators

Mixed collective elevator control system for orders and calls when the cab moves down

The elevator engine room is located on the roof.

2.3.13 Heating

Heating and hot water supply is designed from main heating networks, with lower wiring on the basement. Heating devices are convectors. For each section, a separate heat unit is performed to regulate and account for the coolant. Main pipelines and riser pipes located in the basement of the building are insulated and covered with aluminum foil.

2.3.14 Water supply

Cold water supply is designed from the intra-quarter water supply header with two inlets. Water for each section is supplied via an in-house main line located in the basement of the building, which is insulated and covered with aluminum foil. An input frame is installed on each section and built-in unit. Around the house there is a main fire and drinking water supply with wells in which fire hydrants are installed.

2.3.15 Sewerage

Sewerage is performed in-house with tie-in to the wells of the in-quarter sewerage system. From each section, independent releases of household and rain sewers are carried out.

2.3.16 Power supply

Power supply is provided from the yard substation with power supply of each section by two cables: main and spare. All electric panels are located on the first floors.

2.3.17 Garbage duct

The garbage line at the bottom ends in the garbage chamber with a storage bin. Accumulated garbage in the bunker is poured into garbage carts and immersed in garbage collection machines and taken to the city waste dump. The walls of the garbage chamber are lined with glazed tiles, the floor is metal. In the waste chamber there is a cold and hot water pipe with a mixer for washing the waste duct, equipment and premises of the waste chamber. The garbage chamber is equipped with a drain with water draining into the household sewage system. A heating coil is provided in the floor. At the top, the trash duct has an exit to the roof for ventilating the trash chamber and through the trash collection valves to remove stagnant air from the staircases, as well as smoke in the event of a fire. The entrance to the garbage chamber is separate, from the street side

2.5 Climatic characteristics of Orel

According to SNiP 2.01.0185, SNiP 2.01.0785, the following design parameters were adopted for the construction area:

building class - 2;

durability degree - 2;

climatic area - II,

climate subunit IIB;

temperature of external air of the coldest day (security 0.92)-31 wasps;

temperature of external air of the coldest five-day week (security 0.92)-26 wasps;

duration of heating period 207 days;

standard snow load for the III geographical area - 1.0 kPa (100 kgf/m2);

standard wind speed for the II geographical area - 0.3 kPa (30 kgf/m2);

the construction area is not seismic.

2.7 Development Master Plan Decision

Architectural and planning solutions of the master plan are developed in accordance with the purpose of the designed building, taking into account the rational use of complex terrain, compliance with sanitary and fire safety standards.

The topography of the site is characterized by elevations 215.00 sound220.00. The plot plan is completed on a scale of 1:500.

Underground waters are opened by wells at a depth of 9.5-9.8 m. According to ground conditions, the site belongs to type I for leak clearance.

By the degree of complexity of engineering and geological conditions, the site belongs to category II. Soils do not have aggressive properties to any grades of concrete and to reinforced concrete structures .

The planning elevations of the designed building are determined taking into account the terrain and in connection with engineering and geodetic elevations.

Drainage from the building is carried out to the trays of roads with subsequent release to lowered places of relief. To ensure the necessary sanitary and hygienic conditions, a set of measures for landscaping and landscaping is planned at the site. In areas free from development, the construction of lawns, freely growing shrubs, flower beds, deciduous trees of ordinary planting is provided.

Underground water supply, sewerage, electric cables and heat networks are designed in the channel. Such laying of utility networks ensures the convenience of their maintenance during operation.

Design Section

3 General information

The calculation diagram of the building is the first stage of calculation.

Design diagram - an idealized design diagram that reflects the conditions for fixing the design, the type of load, and the conditions for its application.

The scheme of application of loads corresponds to their actual application to the structure, structure or individual element. The applied load is evenly distributed over the area of the designed building.

Collecting Loads on Structures

When calculating load and impact structures, they were adopted according to SNiP 2.01.0785 "Loads and Effects" with change No. 1, which was put into effect on the territory of the Russian Federation by order of the Ministry of Construction of Russia dated June 4, 1992 No. 135.

The following types of loads apply to the building:

constant from coating; temporary (snow); wind; total load from the coating; load from the overlap; permanent.

Permanent loads are normative values of loads from the mass of structures determined by the dimensions established during the design process based on experiments of previous projects and reference materials. Loads from soils are established depending on soil, its type and density.

The transition to design loads is carried out by multiplying the corresponding standard loads by the load reliability factor αf, which takes into account load variability depending on a number of factors. Load reliability factors are established after processing statistical data of observations of actual loads, which are marked during operation of facilities. These factors depend on the type of load, as a result of which each load has its own reliability factor value.

Here are some values of load reliability factors for individual building structures:

1.1 - for reinforced concrete, concrete (with an average density of more than 1600 kg/m3), wooden, stone and armstone structures;

1.3 - for concrete (with an average density of 1600 kg/m3 or less), insulation, leveling and finishing layers (slabs, materials in rolls, backfills, ties, etc.), performed on the construction site.

For uniformly distributed time loads, the factor [theta] f is equal to:

1.3 - at full standard load value less than 2 kPa;

1,2 - at full standard value of load 2 kPa and more.

Foundations and foundations

4.1 General provisions

The main direction of the economic and social development of the city is expected to significantly increase the volume of capital construction, since the construction of residential buildings is accompanied by the construction of public buildings, schools, catering enterprises and consumer services. The reduction of costs for the construction of bases and foundations from the total cost of buildings and structures can lead to significant savings in material resources. However, it is necessary to reduce these costs without reducing reliability, it is necessary to fundamentally avoid the construction of short-lived and poor-quality foundations, which can cause partial or complete destruction of buildings and structures. The necessary reliability of bases and foundations, reducing the cost of construction work in the conditions of modern urban planning depends on the correct assessment of the physical and mechanical properties of soils that make up the bases, taking into account its joint work with foundations and other above-ground construction structures. Pile foundation design is developed on the basis of engineering and geological survey materials.

4.3 Measures to reduce deformations due to frost straining forces

When designing foundations on heavy soils, it is necessary to:

check by calculation the stable position of the foundations for the effect of frost heaving forces both in operation and in the construction stage in accordance with the "Guidelines for the design of bases and foundations on heaving soils." M. Stroyizdat, 1979;

Adopt standard soil freezing depths for Orel:

loam, clay - 1.3 m;

sandy loam, fine and dusty sands - 1.6 m;

coarse-breaking soils - 1.9 m;

avoid changing the direction of natural drains and violation of vegetation cover;

provide for reliable drainage of underground, atmospheric and production waters from the site by performing timely vertical planning of the built-up area, arrangement of drainage channels and trays, immediately after the zero cycle work, without waiting for the complete completion of construction work;

The construction site must be protected before the excavation of the pit from surface water by a permanent upland groove with a slope of at least 5%;

prevent stagnation of water in the pit. When performing works, provide for water lowering measures;

To reduce uneven humidification of heaving soils around foundations, excavation works should be carried out with minimum volume of disturbance of natural addition soils during excavation of pits for foundations and trenches of underground utilities ;

perform measures to protect the pit from atmospheric water runoff from the surrounding area, by arrangement of berms and channels, before the pit passage;

prevent water accumulation during construction from damaging the temporary water supply system. If standing water is found on the soil surface or if the soil is humidified from damage to the pipeline, urgent measures must be taken to eliminate the causes of water accumulation or soil humidification near the foundation location. To protect soils at the foundation base from initial water saturation during the construction of the temporary water supply line, the construction should be laid on the surface so that it is easier to detect the occurrence of water leakage and eliminate damage in the water supply network in a timely manner.

When filling communication trenches on the upland side of a building or structure, it is necessary to arrange lintels of mint clay or loam with careful compaction to prevent water (through trenches) from entering buildings and structures and moistening of soils near foundations (distance from the building is not less than 10 m).

Backfill should be performed with unpowered soils (crushed stone, gravel, woodland, gravelly sands, large, medium-sized, as well as small and dusty sands, sandy loam, loam. The width of the sinus for backfilling with unpowered soils should be at the level of the foundation base by less than 0.3 m; and at the level of the day surface of the soil of at least 1.3 m with the obligatory coating of non-rubble backfilling material with asphalt pavement. In the absence of buildings and structures on heavy soils from prefabricated structures, the sinuses should be filled with careful soil compaction immediately after laying the basement; in other cases, the sinuses should be filled with soil tamping as masonry is erected or foundations are installed.

All works on laying of foundations and filling of sinuses should be performed in summer period.

In case of overwintering of laid foundations and slabs, it is necessary to protect the soils from freezing by covering them with mineral wool slabs with a layer of 10 cm or expanded clay gravel γ = 600 kg/m3 with a layer of 2025 cm.

Ceramsite concrete paving with width of 1.5 m and thickness of 0.2 m should be performed around the building. As a material for paving, use ceramsite concrete with bulk weight in dry state of 800 to 1000 kg/m3 at design value of thermal conductivity coefficient in dry state of 0.20.17 and in water saturated 0.30.25 kcal/ppm. The paving shall be laid after thorough compaction and planning of soil near the foundations near the external walls. Lay ceramsite concrete pavement on the soil surface. It is not allowed to lay ceramic concrete in a trough opened in the ground for the thickness of the pavement.

Bulk clay soils during terrain planning within the building shall be compacted in layers by mechanisms up to volume mass of soil skeleton not less than 1.6 t/m3 and porosity not more than 40% (for clay soil without draining interlayers). The surface of the bulk soil, as well as the surface on the cut, in places where there is no storage of materials and movement of transport, be covered with a soil layer of 1015 cm and trapped. Slope with hard coatings (from 3%, and for rear surface - at least 5%).

Preparation of the soil layer, sowing of turf-forming grasses and planting of shrub plants should be carried out, as a rule, in spring without violating the site layout adopted by the project.

It is recommended to use an herbal mixture consisting of fur seeds, polevica, oatmeal, mint, timothy and other turf-forming plants as dressers.

4.4 Measures for the period of operation of buildings and structures for soil protection based on excess water saturation

In order to combat the increase in the natural humidity of soils in the foundation base during the industrial operation of buildings and structures, it is recommended: All industrial, domestic and storm water shall be lowered to depressed places away from foundations or into storm sewage pits and shall contain drainage facilities in good condition, every year all work on cleaning of surface drains, i.e. upland canals, cuvettes, trays, water receptacles, holes of artificial structures, as well as storm sewage shall be carried out before the beginning of autumn rainy weather. It is necessary to carry out periodic monitoring of the state of drainage facilities, all work on repairing damaged slopes, planning violations and brushing should be carried out immediately, without delaying these works until the soil freezing begins. If these damages result in water stagnation on the ground near the foundations, the surface water should be removed from the foundations urgently. If the erosion activity of stormwater is detected on the ground, the soil erosion should be urgently eliminated and the drainage areas should be strengthened.

During major repairs of buildings, it is impossible to allow lowering of planning elevations of built buildings on highly subdued soils, since the depth of foundation laying may be less than the calculated depth of ground freezing. The distance from the external wall of the building to the ground cutting point should be at least the calculated depth of soil freezing, and if conditions allow, then leave a strip of untouched soil (i.e. without cutting) near foundations with a width of 3 m. The exception to this requirement can be only such cases when the distance from the planning mark to the foundation floor after cutting the soil will be at least the calculated depth of freezing of the soils. During these works, it is impossible to violate the conditions of surface drainage of atmospheric waters and other hydrolevel devices, which will prevent water saturation of soils near the foundations of buildings and structures .

4.5 Technical Instructions for Construction of Pile Foundations

Pile foundations were designed according to engineering and geological studies of the construction site, carried out in September, October 1999 by the Oreltisiz geological department.

The relative elevation 0.000 is the elevation of the clean floor of the 1st floor, which corresponds to the absolute elevation 223.100.

For bedding of soils and their physical and mechanical properties, see geology and geological sections.

The bearing layer for piles is a dark grey clay with a bluish tint, semi-solid, dense, greasy on a cut with fragments of iron sandstone (layer 4).

Underground water is opened everywhere at a depth of 9.4510.8 m.

Soils (layers 2, 3, 4) belong to highly prone. Up to a depth of 3 meters, soils have an average corrosive activity to carbon steel.

Soils are not aggressive to any grades of concrete .

The design provides for reinforced concrete piles with a section of 400x400 mm. Concrete grade of piles B25; F100; W6.

Before starting piling works, it is necessary to obtain permission from the services in charge of underground communications.

During diving, the pile must be in the vertical position, which is checked by the plumb. Deviation of piles in the plan after driving is allowed within ± 8 cm. In case of deviation of piles by a value exceeding the permissible value, or in case of destruction of the head of the pile, a duplicate pile should be clogged .

The piles shall be driven to design elevations in case the pile stops in the soil layer without reaching the design elevation, it is necessary to close the backup pile and cut down under the elevation.

In order to facilitate the installation of clogging and reduce the dynamic impact on nearby residential buildings, drill leader wells with a depth of 2 m, a diameter of 300 mm.

The design provides for rigid pile-to-pile coupling. Length of reinforcement outlets after pile cutting shall be not less than 250 mm.

Pile cap arrangement is allowed only after pile field acceptance.

Bearing capacity of piles for failure determination in accordance with item 5 of the appendix 5 SNiP 3.02.0187 Fd = 1, 4x600 = 840 kN.

Before starting piling work, it is necessary to completely dismantle the previously erected foundations .

Design failures are accepted for the S-1047 diesel hammer with an impact part weighing 2.5 tons with a free fall height of H = 2.5 m and a thickness of wooden gaskets on the head of the pile of 10 cm .

Work on the construction of pile foundations shall be carried out in accordance with the requirements of SNiP 3.02.0187 "Earth structures, bases and foundations" and SNiP 3.03.0187 "Load-bearing and enclosing structures."

Start pile diving from axis "A" in order to reduce the dynamic impact on the nearby building.

Piles shall be clogged to design elevations, at that failure control of all piles shall be provided to design piles. In case of failure to confirm the design failure of any of the piles, a representative of the design organization should immediately be called to decide the further performance of the work .

4.6 Traditional solution and geo-ecological approach to the problem of adjacent foundations

One of the priority environmental problems hanging over us was the problem of the power effect of buildings on the geological environment. impacts of buildings on the geological environment.

With its mass and volume, the building changes the natural, formed over many millennia, geoecological conditions of the equilibrium of the lithosphere, thereby causing great and irreparable damage to the environment.

This leads to the change and disruption of the natural geosystem, and after it the ecosystem, leading to environmental disasters.

The traditional solution of foundation supports has several forms: rectangle, square, circle, ring, ribbon, etc.

The practice of operating the facilities showed that there are violations of the geoecological environment as a result of the introduction of the structure and foundation supports into it.

Pits, buildings with basements, strongly affecting the ecological environment, change the physical and mechanical characteristics and significantly change the strength properties of base soils.

Significant changes occur in the hydrogeological mode of underground waters of the aeration zone .

Creation of settlement zone increases soil humidity of bases and changes temperature-moisture characteristics of soils of bases.

In the case of low groundwater levels, the structure is able to create a headwater regime mainly due to non-gravitational moisture accumulation .

In weak soils, this can be the cause of deformation of structures.

With a high level of groundwater, deformations of structures are also possible due to straining and migration of moisture to the frost front, which is observed in real operating conditions of engineering structures.

Geoecological construction aims to preserve natural landscapes and differs from the traditional incorporation of engineering structural systems into the geomorphological environment of the construction site. This predetermines the mass transfer system of the erected structure to the geoecological environment .

With simultaneous consideration of the method of maintenance of the supporting foundation structure in the soil, taking into account the differentiation of structures by weight categories: from the easiest to especially heavy .

With the adoption of this hypothesis, it is necessary to investigate the trajectory of the sliding line and the discharge of soil on the day surface

To move to the geoecological issue of power impact, it is necessary to substantiate it and show a quantitative analysis of the power impact of buildings on the geological environment.

Force is one of the types of geoecological influence of buildings.

Many authors offered the differentiation considering seven types of buildings: especially easy, the easiest, facilitated, easy, average, heavy and especially heavy.

In this diploma project, the designed building - a 9-storey residential building at different levels - consists of 3 sections with different mass and having different power effects on the underlying soils and on neighboring buildings and structures .

Geoecological construction proposes and justifies the incorporation of building foundations into the natural geological environment, without disturbing the general ecosystem and thereby reducing the appearance of especially "dangerous cases." In addition, this favors and ensures the geoecological protection of the base and contributes to the rational development of underground space.

Technology of construction production

5.1 General provisions

The purpose of this section is to select the most rational economically feasible methods of safe operation.

Definition of scope of work - initial stage of the work execution project. This item involves the analysis of the technical design, working drawings of the building from the process positions of rational work execution. The BOM is used to calculate the scope of work for the main, auxiliary and transport processes, which are the main parts of the entire construction and installation process.

5.3 Piling Procedure

Piles are designed to transfer load from a building or structure to soils. By the nature of work in the soil, piles are divided into pile posts and hanging piles .

The location of piles in the plan depends on the type of structure, on the weight and place of application of the load. Immersion in the ground of pre-made piles is carried out with the help of hammers of different design, which are heavy metal heads suspended on ropes of copra, which rise to the required height using winches of these mechanisms and freely fall on the head of the pile.

Construction of pile foundations is provided by a complex mechanized method using mass-produced equipment and mechanization facilities. Calculation of labor costs, work schedule, pile diving diagrams, material and technical and economic parameters are performed for driven piles with a cross section of 40 x 40 cm.

The works considered by the map include:

pile unloading and stacking;

pile layout and configuration at diving points;

pile marking and horizontal drawing;

preparation of copra for loading works;

immersion of piles (slinging and pulling of piles to the copra, lifting of piles to the coper and starting to the head, pointing of piles to the point of immersion, pile immersion to the design elevation or failure );

cutting down heads of reinforced concrete piles;

acceptance of works.

Economy and organization of construction

6.1. Determination of estimated construction cost

The estimated cost is calculated in accordance with the procedure for determining the cost of construction and free (contractual) prices for construction products in the conditions of market relations.

To determine the estimated cost, a local estimate for civil works, an object estimate for the main building, a consolidated estimate of the construction cost.

6.2 Determination of estimated cost in local and object estimates

The cost, determined by local estimates, includes direct costs, overhead costs, estimated profit.

Direct costs for civil works on the main building are established on the basis of the scope of work and unified district unit rates or resource indicators and prices for the corresponding resources.

The valuation of the costing resources is made at the base level. The base price level in the estimated pricing system, effective from 1.01.1991, is fixed on this date, and in their composition of wholesale prices and tariffs - as of August 1, 1990.

In the local estimate for civil works, the amount of direct costs for each section and the total of all sections is determined.

6.3 Network schedule for the construction of a 9-storey residential building

The network schedule consists of the main types of construction, installation and specialized work taken from the object list, from preparatory work to landscaping.

All works in the network are arranged in a strict technological sequence, taking into account the in-line organization of work and compliance with safety regulations.

6.4 Network Development Procedure

Network planning is carried out in the following sequence:

calculate the scope of work, labor intensity of civil, special and other types of work;

calculating the need of machines, mechanisms and material technical resources necessary for the construction of the designed object.

Based on the calculations, a network work master record is drawn up.

The scope of work is determined by drawings developed in the architectural part of the project. Labor costs and the number of machine workers, the need for material and technical resources are determined by SNiP.

To labor costs add 15% for other work.

In addition, the costs of the following special works are taken into account from the labor intensity of civil works:

plumbing - 5%;

electrical installation works -3%;

improvement 5%.

The network schedule is built in compliance with the basic rules of its construction, taking into account the use of complex mechanization, technological sequence, terms of work execution, their flowability, maximum alignment.

Based on the calculation results, a critical path is determined and plotted.

6.5 Initial data, calculation and construction of network

The following indicators are defined for calculating and building the network model:

need for materials, structures and semi-finished products (Table 6.1);

calculation of labor costs (Table 6.2);

work determiner card (Table 6.3).

The duration of work performed using the main construction machines (installation cranes, excavators, bulldozers, etc.) is determined on the basis of the total number of machines, the accepted number of machines and the number of shifts in their work per day. The duration of manual work is determined based on the total work and the number of workers per job. Duration of specialized works, installation of equipment, landscaping of the territory is determined on the basis of their labour intensity and optimal terms of execution.

The network model was built in four stages. At the first stage the works are graphically displayed. For this purpose, the list of works and operations is numbered graphically in the process sequence.

At the second stage, using dependencies, the relationship between the works is established: at the beginning between installation and civil, then between construction and installation and special.

At the third stage, the correct construction of the network model, i.e. the logical dependence and the technological sequence of work execution, was checked.

At the fourth stage, the model was prepared for calculation: after the network is built, events are numbered, that is, all works are encoded, the duration and the number of workers performing this work are set.

6.6 Optimizing the Workforce Network

After the network is completed, the system begins to optimize it for the use of labor resources. The goal is to maintain the most permanent composition of brigades, ensure the continuity of their work, evenly distribute labor and minimize it within existing time reserves.

To optimize the network, a line chart is constructed with a schedule of daily work requirements according to the network data on the duration of work, the number of workers employed in each work, and the duration of full and private time reserves.

The construction is started by folding on a time scale in the form of horizontal lines of the duration of each work and its time reserves (for works that do not lie on a critical path) in the sequence in which they are shown on the network. Above the lines indicating the work, the duration of work in days and the number of workers performing this work are recorded.

Then, the number of workers for each day for all types of work is summarized and a schedule for the movement of workers is drawn up.

The constructed schedule of workers movement has fluctuations that require reduction or in some places complete elimination. For this purpose two methods are used simultaneously:

Moving work to the right at a later date within the time reserve;

increased duration of work within the same time reserve with simultaneous reduction of number of workers.

Works lying on the critical path are not subject to adjustment.

6.8 Object Construction Plan

The construction plan is a plan of the designed facility, which shows the location of the building under construction, the arrangement of the main installation and lifting mechanisms, temporary buildings, structures and installations, erected and used during the construction period.

6.9 Procedure for drawing up and drawing up the construction plan

Based on the process diagram and data on the number and types of mechanized installations, construction machines, their layout and movement on the site of the construction of the facility are outlined, the boundaries of hazardous areas are shown.

Guided by the accepted operating schemes of mechanisms, machines and labor protection requirements, power power supply points, acquired warehouses were located, access roads to the facility were planned.

Temporary buildings have been identified with their dimensions and references.

Types of temporary roads have been installed and their location on the site has been designed, their dimensions and departures from the construction site have been indicated.

Temporary networks of energy and water supply, sewerage, heat supply have been designed.

Dedicated, permanent designed building and structures (roads, engineering networks), erected in the preparatory period.